CN112228081A - Method for reinforcing pile foundation of shield tunnel side-through high-speed rail viaduct - Google Patents
Method for reinforcing pile foundation of shield tunnel side-through high-speed rail viaduct Download PDFInfo
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- CN112228081A CN112228081A CN202011150769.3A CN202011150769A CN112228081A CN 112228081 A CN112228081 A CN 112228081A CN 202011150769 A CN202011150769 A CN 202011150769A CN 112228081 A CN112228081 A CN 112228081A
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- grouting
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- pile foundation
- drilling
- shield tunnel
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- 238000000034 method Methods 0.000 title claims abstract description 33
- 230000003014 reinforcing effect Effects 0.000 title claims abstract description 24
- 238000005553 drilling Methods 0.000 claims abstract description 66
- 239000002689 soil Substances 0.000 claims abstract description 21
- 238000007789 sealing Methods 0.000 claims abstract description 7
- 230000002787 reinforcement Effects 0.000 abstract description 9
- 230000000694 effects Effects 0.000 abstract description 8
- 238000002955 isolation Methods 0.000 abstract description 3
- 238000010276 construction Methods 0.000 description 7
- 238000011900 installation process Methods 0.000 description 7
- 238000007569 slipcasting Methods 0.000 description 7
- 239000011440 grout Substances 0.000 description 5
- 230000009191 jumping Effects 0.000 description 3
- 239000004568 cement Substances 0.000 description 2
- 239000011398 Portland cement Substances 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 238000004140 cleaning Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 229920002457 flexible plastic Polymers 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 230000009545 invasion Effects 0.000 description 1
- 239000007788 liquid Substances 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 239000003973 paint Substances 0.000 description 1
- 230000000149 penetrating effect Effects 0.000 description 1
- 230000035515 penetration Effects 0.000 description 1
- 230000002093 peripheral effect Effects 0.000 description 1
- 239000011148 porous material Substances 0.000 description 1
- 235000019353 potassium silicate Nutrition 0.000 description 1
- 239000002244 precipitate Substances 0.000 description 1
- 238000004537 pulping Methods 0.000 description 1
- 239000002002 slurry Substances 0.000 description 1
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 description 1
- 238000003756 stirring Methods 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
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Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
- E21D9/0642—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining the shield having means for additional processing at the front end
- E21D9/0671—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining the shield having means for additional processing at the front end with means for consolidating the rock in front of the shield by injection of consolidating substances through boreholes
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- Environmental & Geological Engineering (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Soil Sciences (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The application relates to a method for reinforcing a pile foundation of a shield tunnel side-through high-speed rail viaduct, which comprises the following steps: s1 paying-off positioning: determining hole positions of the drill holes outside the protection area and marking the hole positions; s2 drilling machine positioning and drilling: the drilling machine is put in place outside the protection area, the drill rod drills holes in an oblique and accurate positioning mode, the drill holes extend to the area to be reinforced, each drill hole adopts different inclination angles, a sector shape is formed between the drill hole and the area to be reinforced, and the grouting pipe and the sleeve valve pipe are installed at the same time; s3 grouting: grouting in a single-hole grouting mode after the soil body is recovered, and finishing grouting after a pressure gauge has a second peak value; and (3) sealing holes by S4: and sealing the hole opening after grouting is finished, and then performing next hole operation. The method has the effect of solving the problem of soil isolation and reinforcement operation between the shield tunnel and the pile foundation of the existing high-speed railway viaduct.
Description
Technical Field
The application relates to the field of tunnel construction, in particular to a method for reinforcing a pile foundation of a shield tunnel side-through high-speed rail viaduct.
Background
In the shield tunnel construction process, the condition of passing the existing high-speed railway viaduct pile foundation under can meet inevitably, if the shield tunnel and the high-speed railway viaduct pile foundation can't satisfy the situation of 1.0 times tunnel diameter apart from each other, just need take the isolation reinforcement measure to the soil body between existing pile foundation and tunnel.
In view of the above-mentioned related technologies, the inventor found that the working surface is generally located in the high-speed rail protection area, and has no reinforcement operation condition, so that the reinforcement operation cannot be completed, and thus the safety of the existing high-speed rail pile foundation cannot be ensured.
Disclosure of Invention
In order to solve the problem of soil body isolation and reinforcement operation between a shield tunnel and an existing high-speed rail viaduct pile foundation, the application provides a method for reinforcing the side-through high-speed rail viaduct pile foundation of the shield tunnel.
The reinforcing method for the side-through high-speed rail viaduct pile foundation of the shield tunnel adopts the following technical scheme.
A method for reinforcing a pile foundation of a shield tunnel side-through high-speed rail viaduct comprises the following steps:
s1 paying-off positioning: determining hole positions of the drill holes outside the protection area and marking the hole positions;
s2 drilling machine positioning and drilling: the drilling machine is put in place outside the protection area, the drill rod drills holes in an oblique and accurate positioning mode, the drill holes extend to the area to be reinforced, each drill hole adopts different inclination angles, a sector shape is formed between the drill hole and the area to be reinforced, and the grouting pipe and the sleeve valve pipe are installed at the same time;
s3 grouting: grouting in a single-hole grouting mode after the soil body is recovered, and finishing grouting after a pressure gauge has a second peak value;
and (3) sealing holes by S4: and sealing the hole opening after grouting is finished, and then performing next hole operation.
By adopting the technical scheme, inclined drilling is carried out outside the protection area, the bottom end of the drilling hole extends to the area to be reinforced, grouting is carried out in the drilling hole, the grouting pipe and the grout form a sector after grouting, so that the area to be reinforced is reinforced and isolated, the sleeve valve pipe and the grouting pipe which are embedded in the drilling hole can also support and reinforce the drilling hole, the process of reinforcing the soil body between the existing high-speed rail pile foundation and the shield tunnel is realized, the safety of the existing high-speed rail pile foundation is improved, the reinforcing method enables the drilling machine to be positioned outside the railway protection area for inclined drilling and grouting construction, the hole forming angle is accurate, the disturbance on the soil body at the periphery of the reinforced area is extremely small, and the influence on the existing high-speed rail line is avoided.
Preferably, the drilling machine is in place in the step S2, and the grouting pipe and the sleeve valve pipe are sleeved on the drill pipe before drilling, and are in place simultaneously when drilling rod guiding holes.
By adopting the technical scheme, the traditional installation mode of the sleeve valve pipe and the grouting pipe is that the grouting pipe and the sleeve valve pipe are inserted into the drill hole after the drilling is finished, but because the reinforcement method adopts an inclined drilling mode, holes can have certain radian during drilling, the grouting pipe and the sleeve valve pipe are difficult to insert, and the installation process of the grouting pipe and the sleeve valve pipe is influenced. The grouting pipe and the sleeve valve pipe are sleeved on the drill rod before drilling, so that the grouting pipe and the sleeve valve pipe are obliquely inserted into a soil body along with the drilling process of the drill rod and the drill rod, the sleeve valve pipe and the grouting pipe are formed at one time, the in-place precision of the sleeve valve pipe and the grouting pipe is ensured, the installation process of the grouting pipe and the sleeve valve pipe is realized, the installation process of the sleeve valve pipe and the grouting pipe is more convenient, and the influence of the oblique drilling mode on the installation process of the sleeve valve pipe and the grouting pipe is avoided.
Preferably, the pilot hole angle needs to be rechecked before grouting in the step S3.
By adopting the technical scheme, the hole guiding angle is rechecked before grouting, so that the accuracy degree of the hole guiding angle during grouting is ensured, the disturbance to the external soil body of the area to be reinforced is reduced, and the invasion of a shield penetrating range or influence on the pile foundation of the bridge of the existing high-speed railway is avoided.
Preferably, the positioning of the pay-off in the step S1 and the position deviation of the hole opening in the positioning and drilling of the drilling machine in the step S2 are less than or equal to 1cm, the angle deviation is less than or equal to 2 degrees, and the verticality is less than or equal to 1/300.
By adopting the technical scheme, the position deviation of the hole opening is less than or equal to 1cm, the angle deviation is less than or equal to 2 degrees, and the verticality is less than or equal to 1/300 degrees during drilling, so that the drilling error is maintained in a smaller range, the drilling accuracy is improved, the disturbance to the soil body outside the area to be reinforced is further reduced, and the intrusion into the penetration range of the shield or the influence on the pile foundation of the existing high-speed railway bridge is avoided.
Preferably, the grouting sequence in the grouting of step S3 is performed from the side far away from the tunnel to the side near the tunnel, and the grouting time interval between adjacent grouting holes is greater than 24 hours.
Through adopting above-mentioned technical scheme, adopt by keeping away from one side in the tunnel to the slip casting order that goes on near one side in the tunnel, can make the slip casting body of keeping away from behind the slip casting of tunnel one side formation play the effect of blockking to the slip casting hole that is close to tunnel one side, the excessive phenomenon of thick liquid appears under the pressure effect when avoiding the slip casting to the slip casting hole slip casting that is close to tunnel one side, ensures the grouting effect. The grouting time interval of the adjacent grouting holes is larger than 24 hours, so that the grout in the adjacent grouting holes can be solidified into grouting body during grouting, the situation that the unset grout in the adjacent grouting holes overflows under the action of pressure during grouting is avoided, and the reinforcement effect of the grouting process on the soil body is further enhanced.
Preferably, the grouting process in the grouting of step S3 is performed in a jump grouting manner.
By adopting the technical scheme, because the grouting time interval of the adjacent grouting holes is longer, the grouting is carried out by adopting a hole jumping grouting mode, the grouting time can be shortened to a great extent, and the construction efficiency is improved; and meanwhile, the jumping hole grouting can also avoid the condition that adjacent grouting holes are connected in series, so that the loss of the grout is prevented, and the grouting effect is further ensured.
Preferably, the diameter of the grouting body in the grouting of the step S3 is not less than 30 cm.
By adopting the technical scheme, the diameter of the grouting body is not less than 30cm, and the grouting body formed by the grouting pipe and the grout is ensured to have enough strength, so that the soil body of the area to be reinforced is stably supported and reinforced, and the reinforcement effect on the soil body between the existing high-speed rail pile foundation and the shield tunnel is realized.
Preferably, the ground hole pitch in the setting-out positioning of the step S1 is 30 cm.
Through adopting above-mentioned technical scheme, set up ground pitch-row into 30cm, can avoid the pitch-row undersize and make and exert an influence between the adjacent drilling, prevent that the drilling pore wall from appearing destroying, also can reduce the construction area as far as possible under the prerequisite of guaranteeing drilling integrality.
Preferably, the step S2 is that the drilling machine is in place and the hole distance in the region to be reinforced in the drilling is 55-60 cm.
By adopting the technical scheme, the hole pitch in the area to be reinforced is set to be 55-60cm, so that the reinforcing effect on the area to be reinforced caused by overlarge hole pitch can be avoided, and the smooth construction process caused by the overlarge hole pitch can be prevented from being influenced.
In summary, the present application includes at least one of the following beneficial technical effects:
the method comprises the steps of obliquely drilling outside a protection area to enable the bottom end of a drill hole to extend to a to-be-reinforced area, and grouting in the drill hole, so that the to-be-reinforced area is reinforced and isolated, the process of reinforcing the soil body between the existing high-speed rail pile foundation and the shield tunnel is realized, the disturbance of the soil body around the reinforced area is extremely small, and the influence on the existing high-speed rail line is avoided;
the grouting pipe and the sleeve valve pipe are sleeved on the drill rod before drilling, so that the grouting pipe and the sleeve valve pipe are obliquely inserted into a soil body along with the drill rod in the drilling process of the drill rod, the sleeve valve pipe and the grouting pipe are ensured to be formed at one time, the sleeve valve pipe and the grouting pipe play a supporting and reinforcing role in drilling, and the sleeve valve pipe and the grouting pipe are prevented from being affected by the oblique drilling mode in the installation process of the sleeve valve pipe and the grouting pipe.
Drawings
FIG. 1 is a schematic view of a drilling mode according to an embodiment of the present application.
Description of reference numerals: 1. a region to be reinforced; 2. and (4) drilling direction.
Detailed Description
The present application is described in further detail below with reference to fig. 1.
The embodiment of the application discloses a method for reinforcing a side-through high-speed rail viaduct pile foundation of a shield tunnel.
Referring to fig. 1, a method for reinforcing a pile foundation of a shield tunnel side-through high-speed rail viaduct includes the following steps.
S1 paying-off positioning:
determining a drilling area outside the protection area, leveling the field, measuring the coordinate points of two outermost points at two sides of each row by using a total station, determining other drilling hole positions in the middle of the two points by using a stay wire and tape measuring method according to the coordinate points, determining the ground hole distance to be 30cm, and marking the hole positions by using paint after determining the hole positions.
S2 drilling machine positioning and drilling:
after the hole position is determined, a temporary concrete guide table is manufactured, a drilling machine enters a field to be in place, and the drilling machine is a hole leading and grouting integrated drilling machine, so that the bottom of the drilling machine is flat and stable.
After the drilling machine is in place, the grouting pipe and the sleeve valve pipe are sleeved on the drill rod, the drill rod is led to be in place while drilling, the sleeve valve pipe is a phi 30 multiplied by 3mm flexible plastic pipe, and the length of each sleeve valve pipe is 1 m. The sleeve valve pipe and the grouting pipe are in place along with the drill rod, the sleeve valve pipe and the grouting pipe are not pulled out in the later stage, the sleeve valve pipe and the grouting pipe can also support and reinforce the drilled holes, the installation process of the sleeve valve pipe and the grouting pipe is more convenient, and the mode of inclined drilling is prevented from influencing the installation process of the sleeve valve pipe and the grouting pipe.
The drilling direction 2 is an inclined direction, a drill rod, a sleeve valve pipe and a grouting pipe are simultaneously and obliquely extended into a soil body during drilling, the drill rod is drilled in an oblique accurate positioning mode to enable the drill hole to extend to the area 1 to be reinforced, the hole distance in the area 1 to be reinforced is 55-60cm, different inclination angles are adopted for each drill hole, a sector shape is formed between the drill hole and the area 1 to be reinforced, the angle deviation is less than or equal to 2 degrees, and the verticality is less than or equal to 1/300. Through carrying out the slope drilling outside the protected area, make the drilling bottom extend to plan to consolidate regional 1 to be convenient for consolidate regional 1, it is minimum to consolidating regional peripheral soil body disturbance, avoid producing the influence to existing high-speed railway line.
S3 grouting:
and cleaning the hole position after drilling, and making a mud pit and a mud discharge ditch.
And rechecking the angle of the pilot hole before grouting, and grouting in a single-hole grouting mode after the soil body is recovered. Grouting is carried out from one side far away from the tunnel to one side close to the tunnel, the grouting time interval of the adjacent grouting holes is more than 24 hours, and the grouting process is carried out in a hole jumping grouting mode.
During grouting, the grouting pressure is controlled to be 1-2 Mpa, 42.5 ordinary portland cement is adopted as a pulping material, the water cement ratio is 1:1, the water glass mixing amount is 3%, if cement slurry precipitates and separates, secondary stirring is carried out, after a pressure gauge has a secondary peak value, grouting is finished, and the diameter of the grouting body is not less than 30cm, so that the process of reinforcing the soil body of the area 1 to be reinforced between the existing high-speed rail pile foundation and the shield tunnel is realized, and the safety of the existing high-speed rail pile foundation is improved. During reinforcement, the drilling machine is positioned outside a railway protection area for inclined drilling and grouting construction, and influence on an existing high-speed railway is avoided.
And (3) sealing holes by S4:
after grouting, the orifice is sealed and protected by a blank cap, and then the next hole operation is carried out.
The above embodiments are preferred embodiments of the present application, and the protection scope of the present application is not limited by the above embodiments, so: all equivalent changes made according to the structure, shape and principle of the present application shall be covered by the protection scope of the present application.
Claims (9)
1. A method for reinforcing a pile foundation of a shield tunnel side-through high-speed rail viaduct is characterized by comprising the following steps:
s1 paying-off positioning: determining hole positions of the drill holes outside the protection area and marking the hole positions;
s2 drilling machine positioning and drilling: the drilling machine is put in place outside the protection area, the drill rod drills holes in an oblique and accurate positioning mode to enable the drill holes to extend to the area (1) to be reinforced, each drill hole adopts different inclination angles to enable the drill holes and the area (1) to be reinforced to form a sector shape, and the grouting pipe and the sleeve valve pipe are installed at the same time;
s3 grouting: grouting in a single-hole grouting mode after the soil body is recovered, and finishing grouting after a pressure gauge has a second peak value;
and (3) sealing holes by S4: and sealing the hole opening after grouting is finished, and then performing next hole operation.
2. The method for reinforcing the pile foundation of the shield tunnel side-through high-speed rail viaduct according to claim 1, wherein the step S2 comprises the steps of positioning the drilling machine, sleeving the grouting pipe and the sleeve valve pipe on the drill pipe before drilling, and positioning the drill pipe while drilling and guiding the hole.
3. The method for reinforcing the pile foundation of the shield tunnel side-through high-speed rail viaduct of claim 1, wherein the pilot hole angle needs to be rechecked before grouting in the step S3.
4. The method for reinforcing the pile foundation of the shield tunnel side-through high-speed rail viaduct according to claim 1, wherein the step S1 is performed with paying-off positioning, and the step S2 is performed with a drilling machine in position and a hole in a drill hole position deviation of less than or equal to 1cm, an angle deviation of less than or equal to 2 degrees, and a verticality of less than or equal to 1/300.
5. The method for reinforcing the pile foundation of the shield tunnel side-through high-speed rail viaduct of claim 1, wherein the grouting in the step S3 is performed sequentially from the side far away from the tunnel to the side near the tunnel, and the grouting time interval between adjacent grouting holes is greater than 24 hours.
6. The method for reinforcing the pile foundation of the shield tunnel side-through high-speed rail viaduct according to claim 5, wherein the grouting in the step S3 is performed by means of jump-hole grouting.
7. The method for reinforcing the pile foundation of the shield tunnel side-through high-speed rail viaduct of claim 1, wherein the grouting in the step S3 is not less than 30cm in diameter.
8. The method for reinforcing the pile foundation of the shield tunnel side-through high-speed rail viaduct of claim 1, wherein the ground hole pitch in the step S1 line-laying positioning is 30 cm.
9. The method for reinforcing the pile foundation of the shield tunnel side-through high-speed rail viaduct of claim 1, wherein the step S2 is implemented by a drilling machine, and the hole distance in the region (1) to be reinforced in the drilling is 55-60 cm.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202011150769.3A CN112228081A (en) | 2020-10-24 | 2020-10-24 | Method for reinforcing pile foundation of shield tunnel side-through high-speed rail viaduct |
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| CN202011150769.3A CN112228081A (en) | 2020-10-24 | 2020-10-24 | Method for reinforcing pile foundation of shield tunnel side-through high-speed rail viaduct |
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| CN112983434A (en) * | 2021-02-24 | 2021-06-18 | 中铁六局集团有限公司交通工程分公司 | Construction method for using shield tunneling machine to penetrate through super-large bridge downwards |
| CN113482636A (en) * | 2021-06-10 | 2021-10-08 | 中铁三局集团广东建设工程有限公司 | Reinforcement treatment method in side-through pile foundation hole |
| CN113863280A (en) * | 2021-10-25 | 2021-12-31 | 中交隧道工程局有限公司 | Reinforced pipe shed structure suitable for karst or fault open caisson foundation grouting |
| CN114607391A (en) * | 2022-04-08 | 2022-06-10 | 中南大学 | Pre-reinforcing construction method for unconsolidated strata of subway tunnel |
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